Quality Control for Masonry

QUALITY CONTROL FOR MASONRY

presented by International Masonry Institute

Craftworker certification training

Sustainable Masonry Certification Program

Contractor College

Pre-job and apprentice training

International Union of Bricklayers and Allied Craftworkers

International Masonry Institute

LIFELONG LEARNING

Journeyman upgrade training

Safety, scaffold, OSHA training

Supervisor certification

PROFESSIONAL EDUCATION

MASONRY DETAILING SERIES

www.masonrydetails.org

ILLINOIS STRUCTURAL MASONRY COALTION

HYBRID MASONRY & STEEL

Garden Hills Elementary School, Champaign, IL BLDD Architects

BAC CONTRACTORS

IMI-TRAINED CRAFTWORKERS



Course Evaluations In order to maintain high-quality learning experiences, please

access the evaluation for this course by logging into CES Discovery and clicking on the Course Evaluation link on the

left side of the page.

MASONRY CODES & STANDARDS

PROPERTIES BRICK

Color

Shape

Size

Bonding pattern

Orientation

Texture of unit

Texture of wall

Accent units

DESIGN FLEXIBILITY

BRICK PROPERTIES

DESIGN FLEXIBILITY

BRICK PROPERTIES

DESIGN FLEXIBILITY

BRICK PROPERTIES

DESIGN FLEXIBILITY

BRICK PROPERTIES

ASTM C 216 TABLE 1 – PHYSICAL REQUIREMENTS

BRICK PROPERTIES

ASTM C 216 TABLE 3 – DIMENSIONAL TOLERANCES

BRICK PROPERTIES


BRICK PROPERTIES

TYPE FBA

BRICK PROPERTIES

Type FBA brick has no requirement for dimensional stability


BRICK PROPERTIES

MAX. PERMISSIBLE DISTORTION PER ASTM TABLE

ASTM C 216 TABLE 4 – DISTORTION TOLERANCES

BRICK PROPERTIES

ASTM C 216 TABLE 2 – ALLOWABLE CHIPPAGE

BRICK PROPERTIES

Not a requirement

in ASTM or MSJC

5-25 g/min/30 in 2 Recommendation:

Consider high IRA

brick for cold weather

construction

Consider low IRA

brick for hot weather

construction

INITIAL RATE OF ABSORPTION (IRA)

BRICK PROPERTIES

MOISTURE RESISTANCE

Brick & mortar leak

Wall system must address moisture penetration

MOISTURE RESISTANCE

MOISTURE RESISTANCE

CAVITY WALL [DRAINAGE WALL]

Air space Flashing Weep holes

REQUIRED by Code

OPTIONAL

Air Barrier *

*depending on project location

Mortar Dropping Collection Device (MDCD)

MOISTURE RESISTANCE

© 2009 INTERNATIONAL MASONRY INSTITUTE

2” recommended

AIR SPACE

1” min. for veneers, per code

4½” max. btwn.

brick & backup

MOISTURE RESISTANCE

© 2009 INTERNATIONAL MASONRY INSTITUTE AIR SPACE

2” recommended

4½” max. between

brick and backup

1” min. for veneers per ACI 530 Code

MOISTURE RESISTANCE

© 2009 INTERNATIONAL MASONRY INSTITUTE AIR SPACE

MOISTURE RESISTANCE

No mortar bridging across the cavity!

AIR SPACE

2” 2”

MOISTURE RESISTANCE

CLEAN CAVITIES

MOISTURE RESISTANCE

Bevel the bed joints

MORTAR


ELEVATIONS DIAGRAM 01.410.0311 REV. 08/10/09

MORTAR JOINT MATERIAL TAKEOFF

UTILITY BRICK, RUNNING BOND MODULAR BRICK, RUNNING BOND

4 @ 12” x 3/8” = 18.000 SQ. IN. BED JOINTS

HEAD JOINTS 8 @ 2.3125” x 3/8” = 6.938 SQ. IN.

2 @ 1.3125” x 3/8” = 0.984 SQ. IN.

25.922 SQ. IN. MORTAR

3 @ 12” x 3/8” = 13.500 SQ. IN.

3 @ 3.625” x 3/8” = 4.078 SQ. IN.

17.578 SQ. IN. MORTAR

18.00% MORTAR 12.21% MORTAR

ONE SQUARE FOOT ONE SQUARE FOOT

18% 12%

COLORED MORTAR

MORTAR

ASTM C 270

Mortar Options:

- Portland Cement and Lime

- Masonry Cement

- Mortar Cement

Mortar Types: M, S, N,

and O

Mortar Quality Control

ASTM C 270 MASONRY MORTARS

MORTAR

M S N O K r w o a

ASTM C 270 MASONRY MORTARS

MORTAR

ASTM C 270 TABLE 1 – PROPORTION SPECIFICATION

MORTAR

M S N O K 1:1:6

general ratio

cement : lime : sand

1:½:4½

1:2:9 1:3:12 1:¼:3¾

Refer to ASTM C 270 for acceptable ranges

PROPORTION RULES-OF-THUMB

MORTAR

MIXING BY HAND

MORTAR

ASTM C 270 TABLE 2 – PROPERTY SPECIFICATION

MORTAR

JOINT PROFILES

MORTAR

concave

vee

raked

weeping

beaded

flush

grapevine

weathered

struck

WEATHER-RESISTANT MORTAR JOINTS

MORTAR

concave

vee

BOND SEPARATION

MORTAR

TEMPERING

MORTAR

TOOLING THE JOINTS

MORTAR

TOOTHING NOT RECOMMENDED

MORTAR

JOINT PREPARATION FOR REPOINTING

MORTAR

REPOINTING

MORTAR

REPOINTING DETAIL DETAIL 16.101 REV. 05/08/09


N.T.S.

DETAILING MASONRY

SERIES www.imiweb.org 800-IMI-0988


DETERIORATED MORTAR

1. JOINT GROUND TO INCORRECT PROFILE

2. JOINT GROUND TO INCORRECT PROFILE

3. JOINT RAKED TO SOUND MORTAR (d/3 MAX.) AND GROUND TO 90º PROFILE

4.

1/4” LIFT, FIRST PASS 5. 1/4” LIFTS, SUB- SEQUENT PASSES

6. FINAL PASS INCORRECTLY SMEARED ABOUT BRICK EDGES RESULTS IN EXAG- GERATED JOINT WIDTH

7.

FINAL PASS TOOLED TO CONCAVE OR VEE PROFILE TO MATCH EXISTING

8.

1/4” 1/4”

d/3

MAX

d

MOVEMENT CONTROL

Temperature changes

Moisture changes

Elastic deflection

Plastic deformation

Soil movements

Crystallization

MOVEMENT CONTROL

BUILDING MOVEMENTS

Brick expands

Concrete block shrinks

MOVEMENT CONTROL

BUILDING MOVEMENTS

Control Joint

NOT Control Joint nor CJ

NOT Expansion Joint

Expansion Joint

or Masonry Exp. Joint

MOVEMENT CONTROL

BUILDING MOVEMENTS

BRIC

K

BLO

CK

shrinkage architectural precast

expansion

expansion

shrinkage

shrinkage

shrinkage

expansion

brick (clay)

calcium silicate

cast stone

concrete masonry unit

EIFS

expansion terra cotta

stone

expansion tile (ceramic)

? brick (fly ash)

MOVEMENT CONTROL

MOVEMENT CONTROL

DRAWING REQUIREMENTS

3.3 F.7 Movement Joints

“Indicate type and location of

movement joints on the project

drawings.”

1.2 Contract documents

1.2.2 “Show all code-required items

on the project drawings including…

(h) provision for dimensional changes

resulting from elastic deformation,

creep, shrinkage, temperature, and

moisture.”


MOVEMENT JOINT DETAIL 01.030.1301 REV. 02/02/11

HORIZONTAL JOINT REINFORCEMENT, DISCONTINUOUS AT MOVEMENT JOINT

EXPANSION JOINT (EJ): SEALANT, BACKER ROD, & COMPRESSIBLE FILLER OF PRE- MOLDED FOAM OR NEOPRENE PAD

CONTROL JOINT (CJ): PREFORMED SHEAR KEY, SEALANT, & BACKER ROD

MOVEMENT JOINT: CONTROL JOINT AND/ OR EXPANSION JOINT

CONTROL JOINT (CJ): PREFORMED SHEAR KEY, SEALANT, & BACKER ROD

OPTION 1:

EJ & CJ ALIGNED

OPTION 2:

EJ & CJ OFFSET

PILASTERS

INTERSECTING

WALLS

CORNERS

CHANGE IN

THICKNESS

CHANGE

IN HEIGHT

OPENINGS

STRAIGHT

RUNS

MOVEMENT CONTROL

MOVEMENT JOINT LOCATIONS

MOVEMENT CONTROL

EXPANSION JOINT AT INSIDE CORNER

OPENINGS < 6’, CJ

REQUIRED @ ONE SIDE

OPENINGS > 6’, CJ

REQUIRED @ BOTH

SIDES

MJ @ PILASTERS

& INSIDE CORNERS

MOVEMENT CONTROL


MOVEMENT CONTROL

EXPANSION JOINT AT OPENING


EXPANSION JOINT DETAIL 01.030.1321.PH REV. 08/09/09

AT WINDOW


EXPANSION JOINT DETAIL 01.030.1321 REV. 08/09/09

AT WINDOW

FLASHING MEMBRANE OR PLASTIC BEARING PAD BENEATH BEARING AREA OF ANGLE TO CREATE SLIP PLANE

BACKER ROD OR COMPRESSIBLE MATERIAL AT END OF LINTEL TO AVOID RESTRAINT OF MOVEMENT, AND AT FRONT EDGE OF LINTEL TO PROVIDE BACKER FOR SEALANT

MASONRY EXPANSION JOINT ALIGNED W/ WINDOW JAMB; COMPRESSIBLE FILLER, BACKER ROD & SEALANT

FLASHING END DAM RETURNED INTO HEAD JOINT

WINDOW SYSTEM

STRUCT. STEEL LINTEL

FLASHING SYSTEM W/ DRIP EDGE

MOVEMENT CONTROL

OFFSET EXPANSION JOINT

ALIGN MJ W/ JAMB

OPENINGS < 6’, CJ

REQUIRED @ ONE SIDE

OPENINGS > 6’, CJ

REQUIRED @ BOTH

SIDES

MJ @ PILASTERS

& INSIDE CORNERS

OR HEADER

MOVEMENT CONTROL


SHORTER WALLS MAY

REQUIRE CJ SPACING

1½ x WALL HEIGHT

ALIGN MJ W/ JAMB

OPENINGS < 6’, CJ

REQUIRED @ ONE SIDE

OPENINGS > 6’, CJ

REQUIRED @ BOTH

SIDES

MJ @ PILASTERS

& INSIDE CORNERS


OR HEADER

MOVEMENT

JOINT FLUSH

WITH OPENING

MOVEMENT

JOINTS AT END

OF LINTEL

MOVEMENT

JOINT BETWEEN

OPENINGS

MOVEMENT CONTROL



ELEVATIONS DIAGRAM 01.410.1311 REV. 08/10/09

WHEN WINDOWS ARE SPACED FAR APART, LOCATE VERTICAL EXPANSION JOINTS BETWEEN WINDOWS

MOVEMENT JOINT LAYOUT

WHEN WINDOWS ARE SPACED CLOSE TOGETHER, LOCATE VERTICAL EXPANSION JOINTS AT WINDOW JAMBS

MOVEMENT CONTROL

SEALANT COLOR

MOVEMENT CONTROL

SEALANT COLOR

C

MOVEMENT JOINTS AT CORNER

C

A < 10’ … CLOSER TO CORNER IS BETTER

A + B may equal C

A

B

C

C = REGULAR MJ INTERVAL

MOVEMENT CONTROL

MOVEMENT CONTROL

NO EXPANSION JOINT AT CORNER

CONTROL JOINT DETAIL 03.802A REV. 07/07/08


SIN

GLE

WYTH

E B

LOC

K

DETAILING MASONRY



GROUT & REINFORCING WHERE REQUIRED

SASH BLOCK

PREFORMED SHEAR KEY

CAULK & BACKER ROD

TERMINATE HORIZONTAL JOINT REINFORCEMENT AT CONTROL JOINT

CONTROL JOINT DETAIL 03.802B REV. 07/07/08


SIN

GLE

WYTH

E B

LOC

K

DETAILING MASONRY



BUILDING PAPER

GROUT FILL

CAULK & BACKER ROD


FIRE RATED CONTROL JOINT DETAIL 03.802C REV. 07/07/08


SIN

GLE

WYTH

E B

LOC

K

DETAILING MASONRY



GROUT & REINFORCING WHERE REQUIRED

CAULK & BACKER ROD


CERAMIC FIBER BLANKET WHERE REQUIRED FOR FIRE RATING

MOVEMENT CONTROL

CONTROL JOINTS AT OPENINGS

MOVEMENT CONTROL

CONTROL JOINTS

MOVEMENT CONTROL

SHRINKAGE CRACKING

MOVEMENT CONTROL

BOND SEPARATION

MOVEMENT CONTROL

EXPANSION JOINTS

ISOLATION JOINT DETAIL 03.811 REV. 06/18/08


SIN

GLE

WYTH

E B

LOC

K

DETAILING MASONRY



GROUT-FILLED CELLS

GROUT-FILLED CELLS

ANCHOR TRANSFERS TRANSVERSE LOADS AND ALLOWS INDEPENDENT MOVEMENT OF INTERSECTING WALLS

SEALANT AND BACKER ROD

COMPRESSIBLE FILLER

ISOLATION JOINT DETAIL 01.811 REV. 06/18/08


MO

VEM

EN

T JO

INTS

DETAILING MASONRY



EXISTING WALL

ANCHOR TRANSFERS TRANSVERSE LOADS AND ALLOWS INDEPENDENT MOVEMENT OF INTERSECTING WALLS

SEALANT, BACKER ROD, AND COMPRESSIBLE FILLER

CONNECTION OF NEW TO EXISTING WALLS

NEW WALL

STANDARD SPECIFICATION FOR GROUT FOR MASONRY

ASTM C476-10

SCOPE ASTM C476-10

SCOPE ASTM C476-10

Conventional Grout

SCOPE ASTM C476-10

SCG

MATERIALS ASTM C476-10

3. Materials

3.1.1 Cementitious Materials

3.1.1.1 Portland Cement

3.1.1.2 Blended Cements

3.1.1.3 Quicklime

3.1.1.4 Hydrated Lime

3.1.1.5 Coal Fly Ash or Raw Calcined

Natural Pozzolan

3.1.1.6 Granulated Blast Furnace Slag

3.1.2 Air Entraining Admixtures

3.1.3 Aggregates

3.1.4 Water

3.1.5 Admixtures

3.1.5.1 Admixtures for SCG

3.1.6 Pumping Aids

3.1.7 Antifreeze Compounds

3.1.8 Storage of Materials

MATERIALS

Clean & potable

iwr, accelerators, etc.

Not permitted

Protect from moisture

ASTM C476-10

water-reducers, viscocity modifiers

GROUT TYPE & PROPORTIONS ASTM C476-10

GROUT TYPE & PROPORTIONS

4. Grout Type and Proportions

4.1 Type

4.1.1 Fine grout

4.1.2 Coarse grout

4.2 Proportions of Ingredients

4.2.1 Conventional Grout

4.2.1.1 Table 1

4.2.1.2 Specified Compressive Strength

4.2.2 Self-consolidating Grout

4.2.2.1 Specified Compressive Strength

2,000 psi at 28 days

Per astm c1019

Fine aggregate

Coarse and Fine aggregates

24-30 in. slump flow;

2,000 psi at 28 days

Per astm c1019

Vsi < 1

ASTM C476-10

MSJC 2008 Specification for Masonry Structures

“Grout compressive strength equals or exceeds f’m but not less than 2000 psi.” (Article 1.4 B.2.a.3)b) and 1.4 B.2.b.3)b))

“Grout compressive strength equals or exceeds f’aac but compressive strength is not less than 2000 psi.” (Article 1.4 B.c.3)b))

“unless otherwise required, provide grout that conforms to the requirements of ASTM C 476, or ” (Article 2.2 A.1)

“…attains the specified compressive strength or 2000 psi, whichever is greater, at 28 days when tested…” (for self-consolidating grout) (Article 2.2 A).2)

ASTM C 476-10 Standard Specification for Grout for Masonry

“…and shall have a minimum compressive strength of 2000 psi at 28

days.” (Section 4.2.1.1 (Conventional grout))

…”The grout shall have a minimum compressive strength of 2000 psi at

28 days.” (Section 4.2.2.1 (Self-consolidating grout))

GROUT TYPE & PROPORTIONS ASTM C476-10

MEASUREMENT & PRODUCTION ASTM C476-10

MEASUREMENT & PRODUCTION

5. Measurement and Production

5.1 Measurement of Materials

5.2 Production Methods

5.2.1 Grout Mat’ls Mixed w/ Water @ Job Site

5.2.1.1 Conventional Grout

5.2.1.2 SCG

5.2.2 Ready-Mixed Grout

Transported to Job Site

5.2.2.1 Conventional Grout

5.2.2.2 SCG

mech. Mixer, 5 minutes min.;

continuous mixer per mixer manuf’r recommendations

Volume to batch weight conversions

ASTM C476-10

adjust slump as necessary

by remixing for at least 1 min.

add water per scg Manuf'r recommendations

STANDARD TEST METHOD FOR SAMPLING AND TESTING GROUT

ASTM C1019-09

SCOPE; SIGNIFICANCE & USE ASTM C1019-09 1. Scope

1.1 This test method covers

procedures for both field and

laboratory sampling and

compression testing of grout used

in masonry construction.

3. Significance & Use

3.1 Grout used in masonry is a fluid

mixture of cementitious materials

and aggregate with a high water

content for ease of placement.

3.1.1 During construction,

grout is placed within or

between absorptive masonry

units. Excess water must be

removed from the grout

specimens in order to provide

compressive strength test

results more nearly indicative of

the grout strength in the wall.

TEST SPECIMENS ASTM C1019-09 PROCEDURES

5. Test Specimens

5.1 Each grout specimen shall

have a square cross section,

3 in. or larger on the sides and

twice as high as its width.

5.2 Test at least three specimens

at each age specified.

Note 4: frequency of sampling and

age of test is to be determined by

the specifier, and is usually found

in the construction documents; for

example, one set of specimens may

be specified for every 5,000 s.f. of

wall.

EXAMPLE: IF SPECIMENS ARE TO BE

TESTED AT 7, 14, AND 28 DAYS, THEN

MAKE 9 SPECIMENS.

GROUT SPECIMEN MOLDS ASTM C1019-09

SCOPE ASTM C1019-09 6. Grout Specimen Molds

6.1 Molds from Masonry Units

6.1.1 Select a level location where the molds

remain undisturbed for up to 48 hours.

6.1.2 The construction of the mold shall simulate

the in-situ construction. If the grout is

placed between two different types of

masonry units, both types shall be used

to construct the mold.

6.1.3 Form a space with a square cross-section,

3 in. or larger on each side and twice as high

as its width, by stacking masonry units of

the same type and moisture condition as

those being used in the construction. The

surface of the unit in contact with the grout

specimen shall not have been previously

used to mold specimens. Place non-

absorbent block, cut to proper size and of

the proper thickness or quantity, at the bottom

of the space to achieve the necessary height

of specimen.

5% tolerance on dims.

SAMPLING GROUT ASTM C1019-09

SAMPLING GROUT ASTM C1019-09

7. Sampling Grout

7.1 Size of Sample

7.2 Procedure

7.2.1 Field Sampling

7.2.2 Laboratory Sampling

7.3 Place the grout sample in a non-

absorptive container, cover the top to

protect sample from the sun, wind,

and any other sources of rapid

evaporation /contamination. Remix

to ensure uniformity prior to filling

molds.

sample used for slump & comp. strength 1/2 ft3 min.

2 or more portions mid-discharge, spaced < 15 min. apart

entire mixed batch of grout is sample

field technician aci or ncma certified, or equal

TEMPERATURE & SLUMP TEST ASTM C1019-09

8. Temperature and Slump Test

8.1 Measure and record the

temperature of the grout sample in

accordance w/ ASTM C1064

8.2 Begin filling the slump cone within 5

min. of obtaining the final portion of

the sample.

8.3 For conventional grout, measure

and record the slump in accordance

w/ ASTM C143

8.4 For SCG, measure and record the

slump flow and VSI in accordance w/

ASTM C1611

Filling Slump Cone

Hold cone firmly

in position so grout

does not escape while filling the cone.

Slump cones are for testing grout

consistency prior to grouting.

SLUMP TEST, CONVENTIONAL GROUT

1/3

Fill the bottom 1/3

and rod 25 times

with the puddle rod.

Straight in and

Straight out… do not

stir.

Filling Slump Cone


2/3

Fill the middle 1/3

and rod 25 times.

Penetrate bottom 1/3 only slightly.

Filling Slump Cone


3/3

Fill the top 1/3

and rod 25 times.

Penetrate middle

1/3 only slightly.

Filling Slump Cone


Grout should slump

8 to 11 inches.

Lift the cone slowly

and straight up. Do not twist or turn.

Remove Slump Cone


Conventional Grout

ASTM C 143

8 - 11” slump

SCG

ASTM C1611

24” to 30” slump flow

VSI < 1

SLUMP vs. SLUMP FLOW

COMPRESSIVE TEST SPECIMEN ASTM C1019-09

9. Compressive Test Specimen

9.1 Begin filling molds within 15 min. of

obtaining final portion of sample.

9.2 - 9.5 describe procedures for

conventional grout; see next slide.

For SCG, fill mold w/ grout in one

layer and do not rod.

9.6 Protect specimens from freezing

and variations in temp. Record max.

& min. temps prior to time

specimens are placed in final curing

environment.

Note 9: if storage temps are < 60ºF

or > 80ºF, resulting compressive

strengths will likely be affected.

13. Remove molds 24-48 hours after making specimen

9. Within 30 minutes, remove cloth

2. Line face of units

3. Fill bottom layer w/ grout 4. Rod 15 times w/ tamping rod 1. Masonry pinwheel

6. Rod 15 times w/ tamping rod 7. Strike off top surface 8. Cover w/ absorbent cloth 5. Fill top layer w/ grout

11. Strike off top surface 12. Cover w/ absorbent cloth; do not disturb specimen until molds are removed

COMPRESSIVE TEST SPECIMEN, CONVENTIONAL GROUT ASTM C1019-09

initial water loss 10. Fill depression caused by

COMPRESSIVE TEST SPECIMEN ASTM C1019-09

9. Compressive Test Specimen

9.1 Begin filling molds within 15 min. of

obtaining final portion of sample.

9.2 - 9.5 describe procedures for

conventional grout; see next slide.

For SCG, fill mold w/ grout in one

layer and do not rod.

9.6 Protect specimens from freezing

and variations in temp. Record max.

& min. temps prior to time

specimens are placed in final curing

environment.

2. Line face of units

1. Masonry pinwheel

4. Strike off top surface 5. Cover w/ absorbent cloth

3. Fill to top w/ SCG

7. Fill depression caused by 8. Strike off top surface 9. Cover w/ absorbent cloth;

6. Within 30 minutes, remove cloth

initial water loss do not disturb specimen until molds are removed

COMPRESSIVE TEST SPECIMEN, SCG ASTM C1019-09

10. Remove molds 24-48 hours after making specimen

ALTERNATIVE METHODS ASTM C1019-09

6. Grout Specimen Molds

6.2 Alternative Methods - … used

only with approval of the

specifier.

Note 7: fill compartments in

slotted corrugated cardboard

boxes specifically manufactured

to provide grout specimens.

Understand Grout Pours and Lifts

Often confused or used interchangeably. MSJC Definitions:

Grout Pour – The total height of masonry to be grouted prior to erection of additional masonry. A grout pour consists of one or more grout lifts.

Grout lift – An increment of grout height within a total grout pour. A grout pour consists of one or more grout lifts.

Maximum pour height – function of grout type (fine or coarse), minimum grout space dimensions, use of cleanouts, conventional grout or SCG. Maximum pour heights are established by MSJC Table 7.

Maximum lift height – default is 5’, may increase to 12’-8” under some circumstances. SCG may be increased to pour height under some circumstances.

1999 MSJC – 5’ lift height limitation.

2002 MSJC – demonstration panel option permitting any construction procedures that produce proper installation.

2005 MSJC – lift height increased to 12’-8” subject to conditions.

2008 MSJC – Self-consolidating grout provisions

Tip 10 – Understand Grout Pours and Lifts

Grout lift height –

A.) Where the following conditions are met, place grout in lifts not exceeding 12.67 ft

1.The masonry has cured for at least 4 hours.

2. The grout slump is maintained between 10 and 11 in.

3. No intermediate reinforced bond beams are placed between the top and the bottom of the pour height.

B.) As above but intermediate bond beam, then lift height can extend to the bottom of the bond beam but not to exceed 12.67’.

C.) Otherwise, place grout in lifts not exceeding 5 ft.

D.) Demonstration panel option may result in increases.

E.) SCG may, under some circumstances be permitted to have the grout lift equal the pour height.

Understand Grout Pours and Lifts

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

LOW LIFT GROUTING

HIGH LIFT GROUTING

HIGH LIFT GROUTING

HIGH LIFT GROUTING

HIGH LIFT GROUTING

HIGH LIFT GROUTING

HIGH LIFT GROUTING

HIGH LIFT GROUTING

HIGH LIFT GROUTING

HIGH LIFT GROUTING - SCG

LOW LIFT GROUTING PROCEDURES DETAIL 02.410.0131 REV. 06/30/10

VERTICAL REINFORCEMENT FOR CLOSED-END CONCRETE MASONRY UNITS CAN BE SET AFTER WALL HAS BEEN LAID.

REBAR POSITIONER, WALL TIE, OR OTHER DEVICE TO POSTION VERTICAL REINFORCEMENT

HORIZONTAL REINFORCEMENT PLACED IN BOND BEAMS AS WALL IS LAID UP

METAL LATH, MESH, OR WIRE SCREEN PLACED IN MORTAR JOINTS UNDER KNOCK-OUT BOND BEAM COURSES TO PREVENT FILLING OF UNGROUTED CELLS

OPTION 2: STANDARD CMU W/ CROSS WEBS KNOCKED OUT AT BOND BEAM COURSE

OPTION 1: U-BLOCK UNITS W/ SOLID BOTTOM AT BOND BEAM COURSE

GROUT IN BOND BEAMS & REINFORCED VERTICAL CELLS PLACED IN TOP OF WALL AFTER WALL HAS BEEN LAID UP

STOP GROUT 1” FROM TOP OF POUR TO CREATE SHEAR KEY

CELLS CONTAINING REINFORCEMENT ARE FILLED SOLIDLY W/ GROUT; VERTICAL CELLS SHOULD PROVIDE A CONTINUOUS CAVITY FREE OF MORTAR DROPPINGS

NOTE: GROUT PLACED IN POURS & LIFTS NOT TO EXCEED 5 FT. CONSOLIDATE LIFTS OVER 12” USING MECH. VIBRATION. LIFTS LESS THAN 12” MAY BE PUDDLED.

HIGH LIFT GROUTING PROCEDURES DIAGRAM 02.410.0131 REV. 07/06/10

VERTICAL REINFORCEMENT FOR CLOSED-END CONCRETE MASONRY UNITS CAN BE SET AFTER WALL HAS BEEN LAID.

REBAR POSITIONER, WALL TIE, OR OTHER DEVICE TO POSTION VERTICAL REINFORCEMENT

HORIZONTAL REINFORCEMENT PLACED IN BOND BEAMS AS WALL IS LAID UP

METAL LATH, MESH, OR WIRE SCREEN PLACED IN MORTAR JOINTS UNDER KNOCK-OUT BOND BEAM COURSES TO PREVENT FILLING OF UNGROUTED CELLS

OPTION 2: STANDARD CMU W/ CROSS WEBS KNOCKED OUT AT BOND BEAM COURSE

OPTION 1: U-BLOCK UNITS W/ SOLID BOTTOM AT BOND BEAM COURSE

GROUT IN BOND BEAMS & REINFORCED VERTICAL CELLS PLACED IN TOP OF WALL AFTER WALL HAS BEEN LAID UP

STOP GROUT 1” FROM TOP OF POUR TO CREATE SHEAR KEY

CELLS CONTAINING REINFORCEMENT ARE FILLED SOLIDLY W/ GROUT; VERTICAL CELLS SHOULD PROVIDE A CONTINUOUS CAVITY FREE OF MORTAR DROPPINGS

NOTE: GROUT LIFTS NOT TO EXCEED 5 FT. SEE STRUCTURAL DWGS FOR MAX. HEIGHT OF POUR. MECH. CONSOLIDATE & RECONSOLIDATE GROUT

CLEANOUT OPENINGS @ BASE OF VERTICALLY REINF. CELLS, 32” O.C. MAX. SPACING FOR SOLID GROUTED WALLS. REMOVE MORTAR DROPPINGS THROUGH CLEANOUTS AND VERIFY PLACEMENT & LOCATION OF VERTICAL REINF.; FORM OVER OPEN’GS BEFORE PLACING GROUT

HEAD DETAIL DETAIL 01.301 REV. 09/04/07


BRIC

K &

BLO

CK C

AV

ITY W

ALL

DETAILING MASONRY



STEEL LINTEL & BOND BEAM

INTERIOR VIEW

EXTERIOR VIEW

DETAIL FEATURES

• LOOSE LINTEL AT BRICK • BOND BEAM AT BLOCK • LIGHT GAUGE SUPPORT ACROSS CAVITY

SPANNING OPENINGS

Poly-wrapped steel angles used for temporary support

CAST-IN-PLACE MASONRY LINTEL

SPANNING OPENINGS

Precast masonry lintel fabricated on the ground

PRECAST LINTELS

SPANNING OPENINGS

Lintel is hoisted by lift

PRECAST LINTELS

SPANNING OPENINGS

Precast lintel set into place

PRECAST LINTELS

SPANNING OPENINGS

10-foot span

PRECAST LINTELS

BRACE CLEANOUT AND PLACE GROUT

CUT PORTION OF FACE SHELL TO CREATE CLEANOUT

REINSERT FACE SHELL AND MORTAR IN PLACE

PLACE REINFORCING AND INSPECT WALL FOR OBSTRUCTIONS

REMOVE BRACING

BLOCK CLEANOUT DIAGRAM 02.410.0111 REV. 06/12/09

CUT FACE SHELL FOR CLEANOUT

WOOD BRACING

GROUT & REINFORCEMENT


REINSERT FACE SHELL PIECE TO RESIST GROUT PRESSURE

CUT WEDGE-SHAPED PORTION OF FACE SHELL TO CREATE CLEANOUT

CLEANOUT

MORTAR FACE SHELL EDGES IF NECESSARY


1. CUT OUT PORTION OF FACE SHELL

2. PLACE ACRYLIC GROUT STOP INTEGRALLY BRACED AGAINST INSIDE OF FACE SHELL

3. HAND-TIGHTEN BRACE

5. REMOVE ACRYLIC AND BREAK OFF PLASTIC BRACE

4. PLACE REBAR & GROUT


Give the Contractor Some Latitude

Give the contractor some latitude in the….

Selection of Fine or Coarse Grout Technical considerations

Grout space dimensions

Pour height limitations

Compressive strength independent of type

Constructability considerations Ease of use/Personal preference

Cost implications – material, placement

Issues related to pour height (next slide)

Fine Grout might be better suited here

Coarse or Fine Grout here

VERTICAL REINFORCEMENT AS REQ’D

GROUT AS REQ’D

HORIZONTAL JOINT REINFORCEMENT

CMU SHOWN IN LONGITUDINAL SECTION

DOWELS MAY BE BENT UP TO 1” LATERALLY PER 6” VERTICALLY

FOUNDATION

FOUNDATION DOWEL ALIGNMENT DETAIL 02.010.0301 REV. 02/22/09

1/2” MAX.

MORTAR FIN

MORTAR PROTRUSION TOLERANCE DIAGRAM 02.410.0121 REV. 02/22/09

1/2” MIN. FOR COURSE GROUT 1/4” MIN. FOR FINE GROUT

MINIMUM DISTANCE FROM ANY PROTRUSION:

REINFORCEMENT PLACEMENT TOLERANCE DIAGRAM 02.410.0123 REV. 02/22/09

SPACING OF VERTICAL REINFORCEMENT

±1/2” IF d ≤ 8”

d

±1” IF 8”< d ≤ 24” ±1¼” IF d > 24”

±2”

REINFORCEMENT PLACEMENT TOLERANCE DIAGRAM 02.410.0122 REV. 02/24/09

5/8” MIN.

1/2” MIN. 2db MIN.

EXTERIOR FACE OF WALL INTERIOR

FACE OF WALL E

XT

ER

IOR

F

AC

E

INT

ER

IOR

F

AC

E

HORIZONTAL JOINT REINFORCEMENT W/ DIAMETER db

2db MIN.

HORIZONTAL JOINT REINFORCEMENT TOLERANCE DIAGRAM 02.410.0124 REV. 02/22/09

WORKMANSHIP

FULL HEAD JOINTS

MOISTURE RESISTANCE

protect materials

protect work

PROTECTION OF WORK

QUALITY CONTROL

SAMPLE PANELS

QUALITY CONTROL

COLOR BLENDING

QUALITY CONTROL

COMMUNICATION

QUALITY CONTROL

COMMUNICATION

QUALITY CONTROL

CONSTRUCTION TOLERANCES

ALLOWABLE MORTAR JOINT VARIATION


MORTAR JOINT TOLERANCES DIAGRAM 01.410.0301 REV. 08/06/09

3/8”

3/8”

1/4”

1/2”

1/8” 3/4”

ALLOWABLE JOINT TOLERANCE

BED JOINT ±1/8” HEAD JOINT -1/4”, +3/8” COLLAR JOINT -1/4”, +3/8”

AREA OF DETAIL

ELEVATION

SOURCE: BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-05/ASCE 5-05/TMS 402-05) REPORTED BY THE MASONRY STANDARDS JOINT COMMITTEE (MSJC)

ALLOWABLE CONSTRUCTION TOLERANCES DETAIL 14.105 REV. 07/09/08


WO

RKM

AN

SH

IP T

OLE

RA

NC

ES

DETAILING MASONRY


International Masonry Institute STEEL (AISC)

CONCRETE (ACI)

BRICK (MSJC)

1” 1” 2¼” 1/2” 1/2”

1¼”

80’-0”

20’-0”



WO

RKM

AN

SH

IP T

OLE

RA

NC

ES

DETAILING MASONRY



CONCRETE (ACI)

BRICK (MSJC)

1” 1” 2¼” 1/2” 1/2”

1¼”

80’-0”

20’-0”



WO

RKM

AN

SH

IP T

OLE

RA

NC

ES

DETAILING MASONRY



CONCRETE (ACI)

BRICK (MSJC)

1” 1” 2¼” 1/2” 1/2”

1¼”

80’-0”

20’-0”

d

L < 10’-0” d < 1/4“

WHEN

L < 20’-0” d < 3/8“

WHEN

L > 20’-0” d < 1/2“

WHEN

C I L

d

L

LENGTH OF WALL

ALLOWABLE VARIATION FROM PLAN AT ANY POINT

L =

d =

ALLOWABLE VARIATIONS FOR OUT-OF-LINE


ALLOWABLE VARIATIONS FOR OUT-OF-PLUMB

D

WALL HEIGHT

ALLOWABLE VARIATION FROM PLUMB AT ANY POINT

L C I D

H =

D =

H < 10’-0” D < 1/4“

WHEN

H < 20’-0” D < 3/8“

WHEN

H > 20’-0” D < 1/2“

WHEN

H


C I L

1/4

”

1/2

”

≤10’-0”

1/4

”

1/2

”

≥20’-0”

ALLOWABLE VARIATIONS FOR OUT-OF-LEVEL


THEREFORE WHEN WE BUILD, LET US THINK THAT WE BUILD FOR EVER.

LET IT NOT BE FOR PRESENT DELIGHT, NOR FOR PRESENT USE ALONE;

AND LET US THINK AS WE LAY STONE UPON STONE,

THAT A TIME IS TO COME

WHEN THOSE STONES WILL BE HELD SACRED BECAUSE OUR HANDS HAVE TOUCHED THEM,

“SEE! THIS OUR FATHERS DID FOR US.”

AND THAT MEN WILL SAY AS THEY LOOK UPON THE LABOUR AND WROUGHT SUBSTANCE OF THEM,

John Ruskin, 1849 The Seven Lamps of Architecture

LET IT BE SUCH WORK AS

OUR DESCENDANTS WILL THANK US FOR.

[my descendant]

Structural

Durable / Low Maintenance

Economical

Beauty

BENEFITS OF BUILDING WITH MASONRY

Versatility of Design

Ease of Construction

Fire & Impact Resistant

Contextual / Relatable

Sustainable

Energy Efficient

High Performance

Acoustic

Qualified Local Labor

BAC CONTRACTORS

IMI-TRAINED CRAFTWORKERS



Education

Quality Control for Masonry